HomeMy WebLinkAboutCDP 96-14; Marja Acres PCS Facility; Coastal Development Permit (CDP) (13)HETHERINGTON ENGINEERING, INC.
SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY
October 21, 1996
Project No. 1519.1
Log No. 2521
J. M. Consulting Group, Inc.
3530 Camino Del Rio North, Suite 101
San Diego, CA 92108
Attention: Ms. Cheryl M. Hacke
Subject: RESPONSE TO PLAN CHECK NO. 96-1376
Proposed Cox California PCS Station
SD154 - Marja Acres - 4901 El Camino Real
Carlsbad, California
References:
1) "Geotechnical Investigation, Proposed Cox
California PCS Station, SD154-Marja Acres,
Carlsbad, California," by Hetherington
Engineering, Inc., dated February 21, 1996.
2) "Supplemental Geotechnical Investigation,
Proposed Cox California PCS Station, SD154-
Marja Acres, Carlsbad, California," by
Hetherington Engineering, Inc. dated May 14,
1996.
3) "Supplemental Retaining Wall Parameters,
Proposed Cox California PCS Station, SD154 -
Marja Acres, Carlsbad, California," by
Hetherington Engineering, Inc., dated July 17,
1996.
4) Plans for Marja Acres, Job #SD154, by KDC
Architects, dated July 25, 1996.
Dear Ms. Hacke:
In accordance with the request of Mr. Barry Lackman of your office,
we are providing this response to Plan Check 'No. 96-1376, dated
October 11, 1996 by Esgill Corporation.
1) The intent of UBC Section 1806.4.2. is to protect structures
from slope drainage, erosion and shallow failures. The
concrete V-ditch provided along the rear of the retaining wall
(Reference 1, Sheet C-l, Section A-A) addresses drainage. To
protect the structure from erosion and shallow failures, it is
recommended that the retaining wall extend a minimum of 3 feet
above the slope to act as a slough wall. Periodic removal of
soil behind the slough wall should be anticipated. If the
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32242 Paseo Adelanto. Suite C • San Juan Capistrano, CA 92675-3610 • (714) 487-9060 • Fax (714) 487-9116
RESPONSE TO PLAN CHECK NO. 96-1376
Project No. 1519.1
Log No. 2521
October 21, 1996
Page 2
slough wall is constructed as recommended it is our opinion
that the setback requirement may be eliminated.
2) As the plan checker has indicated, the slab-on-grade should
have a minimum thickness of 6-inches and should be reinforced
with at least #4 bars spaced at 12-inches, center to center,
in accordance with our recommendations.
3) For design of antenna caissons, lateral loads may be resisted
by a passive pressure of 200 pounds per square foot per foot
of depth in terrace deposits/bedrock, which may be calculated
over two pier diameters. This recommendation has alredy
incorporated the 2x factor allowed in UBC Table 18-1-A note
3.
This opportunity to be of service is appreciated. If you should
have any questions, please contact Danny Cohen at the Carlsbad
office.
Sincerely,
HETHER INC.
(expire 3/31/0
MDH;DC/sl
cc: KDC Architecture"
Ken Miller
Fax #683-2349
DANNY COHEN
Civil Engineer
(expires 3/31
HETHERIIMGTOIM ENGINEERING, INC.